HAVEN & JAHN

Measurement of Water

fay means of ffe Vertical Jet

-

: , rr.i Sanitary 1 1: ;pBteri&g

B. S.

1 1 . . . •

.

1 * .^r *

ft. mm 1 • vV iT V *•!" ^it-

THE UNIVERSITY

OF ILLINOIS

LIBRARY

MEASUREMENT OF WATER

BY MEANS OF THE VERTICAL JET

BY

CLARENCE IRWIN HAVENAND

HARRY FRANCIS JAHN

THESIS

FOR THE

DEGREE OF BACHELOR OF SCIENCE

IN

MUNICIPAL AND SANITARY ENGINEERING

COLLEGE OF ENGINEERING

UNIVERSITY OF ILLINOIS

1912

UNIVERSITY OF ILLINOIS

June 1, 1912

THIS IS TO CERTIFY THAT THE THESIS PREPARED UNDER MY SUPERVISION BY

CLARENCE IRWIN .HAVE!? and HARRY FRAUCIS JAHU _

ENTITLED MEASJJREICEIf T....0 F.. WATER

BY MEAHS OP ...THE VERTICAL JET

IS APPROVED BY ME AS FULFILLING THIS PART OF THE REQUIREMENTS FOR THE

DEGREE OF Bachelor of Science In Municipal and

Sanitary: Engineering,

. .^X A ^r^V^.C^J^y.

V\ Instructor in Charge

APPROVED:

HEAD OF DEPARTMENT OF MOTICIPAL AHT3 SATIITARY

ESTGIITEERIITG

219545

1

6 l~H.cn Orifice on 12 Inch >Short Tube.

Showing Operator jvt Work.

Digitized by the Internet Archive

in 2013

http://archive.org/details/measurementofwatOOhave

CONTENTS

.

A. Description of Vertical Jot Apparatus.

I. Head Ions through baffles.

B. Previous Experiments.

C. Purpose of Experiments

.

D. Apparatus and Experiments

I. General apparatus.

II. Methods of measurement.

a. Discharge by displacement.

b. Direct method of measurement of coefficient

of discharge.

c. Time.

d. Head.

III. Experiments.

E. General Formulae.

I. General ideas of water measurement.

F. General Comparisons.

I. Relative adaptability.

II. Relative accuracy and proportionate error of each.

G. Discussion of Results and Conclusions.

I. Coefficients.

a. Method of determining.

1. Displacement.

2. Direct measurement.

b. Shape of coefficient curve.

II. Shape of discharge curve.

III. Results obtained, and recommendations.

3

MEASUREV.NET OP WATER BY WEANS OP THE VERTICAL JET.

DESCRIPTION OP VERTICAL JET APPARATUS* In practice, an orifice

on top of a short tube which is fastened to an enlarged section

in which baffles can be placed is the condition met in the

measurement of the flow of water by means of the vertical jet.

The enlarged section is made by means of an increaser and decreas-

er. The measuring apparatus will almost always be placed just

beyond an elbow. As a result of this the flow will be through one

side of the orifice if there are no baffles used.

The apparatus on which the experiment', were made was made up

as shown in PI. 1. Six inch pipe was used, and the enlarged sect-

ion was nine inches in diameter. The baffle board was 1 l/4-inches

thick and had 154 3/4-inch holes spaced about 3/4-inch centers.

A differential mercury gage was connected to the apparatus just

below the orifice and below the last bend so as to show the loss

of head through the bend and baffle. It was intended at the

beginning of the experiments to record these losses but because

even at the highest heads on a five inch orifice it was inappreci-

able the writers deemed it advisable not to take the losses into

account. For separating the sheet of water as it fell back into

the box a piece of sheet tin about twelve by fifteen inches in size

placed in the sheet of water so as to divert it to each side was

used, ^his enabled the operator to reach under and measure the

jet with a pair of calipers. The tin shield was securely fastenedi

to an arm which could be raised or lowered according to the head,

by means of a small set screw which was clamped to a vertical

rod which was fastened to the base of the jet apparatus. In order

to support the calipers at any desired height a movable arm

4

extended from the same vertical rod. A drawing of the apparatun

is shown on PI. 1

.

PREVIOUS EXPERIMENTS. The chief experiments that have been

made with the vertical jet have been made by the United States

Ryftrographic Survey. Laboratory experiments have been conducted

by P. E. Lawrence and P. E. Braunworth at Cornell University, by

C. V. Seastone at the University of Illinois, by S. G. Cutler and

R. D. Marsden in 1908 at the University of Illinois and by A. M.

Korsmo and B. L. Jones in 1909 at the University of Illinois. In

the tests here reported the results obtained by Jones and Korsmo

have been used for comparison.

PURPOSE OP EXPERIMENTS. The tests were made with the idea of

calibrating orifices on a six inch short tube, the apparatus

being constructed similar to that tested by Cutler and Marsden,

and by Jones and Korsmo, and also to test the accuracy of the de-

termination of the coefficient of discharge without the necessity

of measuring the discharge. The coefficients determined by direct

measurement of the jet were compared with those found from actual

measurement of discharge.

APPARATUS AND EXPERIMENTS. The experiments were made at the

University of Illinois in the Hydraulics Laboratory. The equip-

ment used in the experiments consisted of one Duplex Pump, cap-

acity 2200 gallons per minute, a stand-pipe four feet in diameter

and sixty feet high, a pump sump twelve feet in diameter and a

measuring box fifteen by seven by three feet nine inches. The jet

apparatus was located in the north-west corner of the laboratory

on the second floor and in the measuring box above mentioned. The

jet apparatus was connected to the stand-pipe by means of a pipe

line. A valve was located next to the stand-pipe and another near

5

Z Inch Okifice on 6 Inch Shoet Tubs.

Showing Tin: Shielp in Position.

6

Apparatus -Showing 6 inch Short Tube m USE.

the jet by means of which the head of the Jet wan regulated. The

water discharged from the measuring box into a pit by means of a

four inch pipe in the bottom of box, thence into the sump. The

water was pumped from the sump into the stand-pipe, thence

through the pipe line to the jet. The level of the water in the

stand-pipe could be kept at any desired head by adjusting the

weight on governing lever of pumn. The water level in the measur-

ing box was measured by means of a hook gage. The head at the

stand-pipe was ordinarily 45 feet.

METHODS OF MEASUREMENT. In order that the discharge in cubic

feet per second be accurately determined it is necessary (1) that

the water flowing in a certain time be collected in a pit and

measured by displacement and (2) that the time of flow into the

pit must be accurately measured. The first condition was obtained

by calibrating the pit using known weights of water, reading the

hook gage after each known weight was discharged into the pit,

and plotting a calibration curve with readings of hook gage in

feet as abscissae and quantity of water reduced to cubic feet as

ordinates. The calibration curve for measuring box is shown on

PI. 4. With hook gage reading before and after any discharge the

quantity of water discharging into the pit can be obtained from

the calibration curve.

Accurate measurement of time was secured by setting the hook

gage at an initial reading and starting a stop watch when the

water reached this point, then moving the gage up a foot or so

and stopping the watch when the water reached the new level. A

stilling box was used to keep the water as quiet as possible near

the gage.

Having obtained the total discharge and time of discharge, the

9

dischargo in cubic feet per seccond was calculated and from this

the actual coefficient of discharge.

The measurement of the head on the jet was made by meanB of

sighting rods. The zero reading of the orifice war, first obtained

by holding a rule up from the plane of the orifice and reading

the rod over the top of the rule and subtracting the length of the

rule from this rod reading. The height of the jet was obtained by

subtracting the zero reading of the orifice from the rod reading

over the top of the jet. The sighting rods were graduated into

feet, tenths and hundreths of a foot. The rod next to the

observers eye was nine feet from the jet and the other rod was

three feet on the opposite side of the jet and thus any error in

tothe height of observer's eye was decreased A one third of its real

amount. Readings to .01 of a foot were thus obtained with com-

parative ease.

In obtaining the coefficient of discharge by direct measure-

ment of the jet, it was necessary to take the diameter of the jet

and the height of the section besides the height of the jet above

the orifice.

EXPERIMENTS. Experiments were first made on a six inch tube,

six inches long with various size orifices attached. Readings

were taken with two, three, four and five inch orifices, the dis-

charge being measured by displacement for each orifice. A tube

twelve inches long was then used in place of the tube six inches

long and the experiments repeated as above. The jets were measur-

ed in every case in order to determine the accuracy of computing

the coefficient of discharge from direct measurement of the jet.

Experiments were also made on a twelve inch vertical jet apparatus

but the coefficients by direct measurement alone were computed as

. I

this size apparatus had previously boon calibrated by actual

measurement of the discharge by Cutler and Marsden and by Jones

and Korsmo. Readings of tho head were obtained and the correspond-

.

ing coefficients of discharge were taken from Jones and Korsmoo 1

|

thesis. The size of orifices used on the twelve inch pipe were

four, six, eight and ten inches in diameter.

All orificee excepting the five inch orifice on the six inch

tube gave a smooth jet, the distribution of velocity throughout

the cross-section being good. The five inch orifice gave a poor

jet which was probably due to the fact that there was not enough

contraction to equalize the flow.

GENERAL FORMULAE. A glance at the formulae for the flow of

water through any conduit will show that two quantities are

involved, (l) the cross-section area of the flowing water normal

to the direction of flow and (2) the velocity of flow which in

turn depends on the head producing the flow. If the velocities

were constant through the cross-section the measurement of flow

would be simple, but since the velocities are not constant certain

coefficients peculiar to the conditions of flow have to be in-

corporated in the theoretical formulae.

The different methods of measuring water are: directly by

weight and by volume; indirectly by weirs, vertical orifices,

venturi meters, floats, current meters etc. The method most

commonly used in the measurement of large quantities of water

however is by means of the weir. Since the weir is the most

commonly used, it will be taken as a standard of comparison for

the vertical jet.

GENERAL COMPARISONS. The comparison of the relative value of

these two devices must be (1) a comparison of the ease and cost

12

of construction of each and ( ) the relative accuracy of each.

(1) To compare the construction and cost of the two involves the

use which is made of them. If the water in an open channel in to

be measured, the weir will be the most practical method, as it is

easier to construct a weir across the channel to hold back suff-

icient water to give the extra drop required for the weir. Care

must be taken of course to make the weir level and straight. To

measure the same by a vertical jet would require the construction

of a large collecting box and the necessary backing up of the

water which would cost considerable, thus making the jet inpract-

icable. In cases where water is flowing through a closed pipe, as

in public water supplies, and duty tests of pumping engines, or

where water is flowing through open channels where there is plentycase

of fall and the water can be made to flow into a pipe as is the A

in irrigation work in the Western part of the United States, the

vertical jet is more easily constructed. The necessary material

for constructing such an apparatus would be a short section of

vertical pipe, a set of reducers, baffles to equalize the flow

and an orifice plate which is secured to the top of the short tube

,

This method of measurement will more than likely come into use in

connection with making commercial tests on pumping engines,

because of its ease of building and transportation.

(2) The theoretical formula for the discharge from a rectangular

weir with suppressed end contractions and no velocity of approach

is

. /; Q=|bY2g wherej

b = width of crest of weir,

g = acceleration due to gravity.

H = head on crest of weir.

Inch Opifice on 6 Inch Short Tubb.

=

14

The thoorotical formula for the discharge of a vertical jot lfl

q = aY2g H^, being derived from Q = av and

v = Y2gh whore

a = area of orifice.

g = acceleration due to gravity.

H = head on orifice or height of jet.

It is readily seen that when any variable quantity is raised

to a higher power the resulting error is modified. Let r be prob-

able error of measurement in H,and R tho corresponding error in 0.

For the weir

Q, = §bY2g" W?

(1) Q = KH,t

Q,± R, = K(H,± r,)^

= K,[H<1±§)]*

(2) Q1±R

1

»KHt*(U=|T|)±|(gf±

(1) Q = KH,2

Subtracting 1 from 2

+ R = KHi (±3(-)±-C-f+ etc- )

Neglecting all but first power of

o, -2 v s\J

For the jet

Q^= aV2g H|

(3) Q 2= KH*

Q + Rz = K(H + r2)*

= kCh2 (i±(^))]^

i2

(4^ Q±R£ = KHf(l+|(^) ©tc.)

(3) Q£= KH|

Subtracting 5 from 4

± R z= KH| (l±i(^)± etc.)

Neglecting all but first power of(|J

+ K Z = ±1(5)

A convenient example of the above is as follown:-An 8 inch

vertical jet under a head of 4.25 feet will discharge practically

the samo as a 3 foot contracted weir under a head of .520 feet as

determined by experiment.

Then Q,= Q2 ,H, = .520 , Hz= 4.25

and B 2 = 3(|.) fQ, * Qz 2 H, ' 2 H25'= 3^,HS = 3-.ia.25_r,-. o4>5 Pi

R2 ijil, »520 r2 rz

The head on jet can be read to .01 of a foot and the head on

weir to .001 of a foot. Then lOr, = r2

5'= 24.5 = 24.5 x 1 = 2.45Rs rz 10

which shows the jet to be approximately two and a half times as

sensitive as the weir. Under low heads the jet is more stable and

can be read to .005 of a foot while the weir is inaccurate under

the same discharge on account of surface tension etc, and the jet

would then be about five times as sensitive as the weir. When the

vertical jet has been carefully calibrated it will therefore

give more accurate results than a weir. Another advantage the

vertical jet has over a weir for some kinds of work is that the

vertical jet measures the quantity flowing in the pipe at the

instant while with a weir a long time must elapse after a change

in rate of discharge is made before readings can be taken.

DISCUSSION OP RESULTS AND CONCLUSIONS.

COEFFICIENTS. The coefficients by displacement were computed

from the formula Q = caY2gH or c = whereaWgH

Q = the water discharged in cubic feet per second,

a = area of orifice in square feet,

g = acceleration due to gravity.

16

H = head on jot in feot.

The coofficienta by direct measurement were computed from the

following theory. If d' be the diameter of the jet at any point

above the contracted section and h' the head of the jet at that

point, then Q 1 = a'YsgH 1 = ^'Vi^H' if there was no friction due

to the air and if the velocity was

uniform in all parts of the cross-

section. In these experiments the

friction of the air was neglected.

If d be the diameter of the orifice

and H the head of the jet on the

orifice Q = ca~V2gH = 2^?VagH .

Since the quantity flowing is con-

stant Q ,= Q and

4 4

?|-V2gH

The coefficient curves are plotted for the jet condition only.

The weir condition on a vertical tube is explained in Cutler and

Marsden's Thesis, but as it is the aim of this thesis to invest-

igate the accuracy of determining coefficients of discharge by

direct measurement, the explanation will not be repeated because

the method of direct measurement cannot be applied to the weir

condition.

Jones and Korsmo state in their thesis that the coefficient

curves are not straight lines but are slightly concave downward,

the same being more apparent in the case of the smaller orifices.

Owing to the fact that the writers of this thesis were unable to

17

6 IracH Orifice, on 12 IracH Shokt Tube.

10

take a large range of hoadB because of the necessity of getting

under the jet to measure the diameter, it was found that the

coefficient curve was a straight line. The discharge curve is a

parabola. Variations in the coefficients slightly change the form

of curve but it is very nearly parabolic.

RESULTS OBTAINED AND RECOMMENDATIONS . Some idea of the

results may he obtained from the curves of discharge and dis-

charge coefficients. It was found that the coefficients of dis-

charge could be measured quite accurately by direct measurement of

the jet for the small orifices but owing to the irregularity of

withthe jet. A the eight and ten inch orifices, the coefficients by

direct measurement checked only within about ten percent of those

obtained by Jones and Korsmo by comparison with a weir. There is

a tendency to overestimate the diameter of the jet when the jet

is unsteady which causes the calculated coefficient of discharge

to be too large. To get the best results as small an orifice as

would give the discharge required should be used since the smaller

orifices give better distribution, it being impracticable to use

orifices larger than ten inches in diameter because of this un-

equal distribution.

The jet 3hould be used with the heads high enough so that the

diameter can be measured. Also the jet should not be used above

a certain maximum head because of difficulty of measurement, due

to breaking up of jet. The heads recommended are,

Size of Orifice 3" 4" 6" 8" 10"

Size of Tube 12" 12" 12" 12" 12"

Minimum Head 1.0» 1.4' 1.4' 1.6'

Maximum Head 6.0' 5.0" 4.5' 4.0' 3.0'

19

Size of Orifice 2" 3" 4" 5"

Size of tube 6" 6" 6" 6"

Minimum Head 1.0' 1.4' 1.8' 2.0 1

Maximum Head 6.0' 6.0 1 5.0' 4.5'

Heads near minimum are recommended as these five steadier

conditions of flow and are more easily read. The measurement of

the diameter should be taken at the smallest section of the jet or

just above that point. If the measurements are taken more than

inchessix above the contracted section the coefficients will be In-

A

accurate as the jet will be very irregular .The throttling valve

should be placed near the jet and should be throttled at this

point almost entirely for this serves to prevent the pressure

fluctuations in the supply pipe. The orifice plate should be

firmly bolted against the top of the short tube because if it is

not, water will be forced out at this point and this will greatly

affect the discharge and the coefficient of discharge.

20

TABLE NO.

I

2 Inch Orifice on 6 Inch Short Tube

Displacement

Pit Gage

nit. Final] Sec.Ft. Ft.

Time

0.0

0.0

0.0

1.0

1.0

1.0

0.0 1.0

Diach

Cu.ftsec

.

Jet zero=. 654

.RodFt.

765 0.136

653

578

526

0.159

0.180

0.198

2.242.232.222.212.22

2.922.902.882.852.82

3.453.433. t2

3.423.43

4.104.114.124.114.11

Aver

.

Ft.

2.22

2.87 2.22

3.45 2.796

4.11

HeadFt.

0.621

.570

Coef

0.612

Direct i/ieanurement

.

Jet Disch,

DiamIn.

RodFt.

1.5f 0.7371.601.641.68

0.8950.9781.041

HeadFt.

Gu.f 1.

sec

.

D.613

D.608

3.456

1.551.591.641.7C

1.551.591.661.72

0.7370.8950.9871.100

0.7370.8951.0751.116

1.551.591.661.70

Coef

1.4874 .129 0.5901.329 .129

.131

.13461.24

1.183

2.1371.97G1.8871.774

0.7370.8950.9911.000

2.712.5552.3752.33'

.154

.156

.162

.168

.173

.177

.1851 .198

3.373.215,3.113. 060

5; .193 0.592

0.5900.5970.614

0.5930.6000.6230.647

0.5910.6030.6310.676

.198

.213

.221

0.6080.6520.678

21

TABLE NO. II

5 Inch Orifice on 6 Inch Short Tube

Displacement

Pit Gage. Time Dinch Jet zero=.654

Direct Measurement.

Jet Disch. Coef

'nit,Ft

FinalFt

Sec Cu.FtSec

.

RodFt.

Aver . Head CoefFt. Ft.

0.0 1.5 483 0.322

0.0 1.5 430

0.0

0.0

0.0

1.5

1.5

1.5

397

364

0.364

0.394

©3'

2.322.332.322.342.35

2.752.762.742.762.71-

3.173.183 . 1

G

3.153.14

3.803.623.603.673.66

0.468 4.314.324.304.264. 27

0.429

2.33

0.634! 2. 422.522.602.69

1.678

0.640

2.75 2.096

3.16 2.506

3.67' 3.016

4.29 3.638

DiamIn.

RodFt,

HeadFt.

Cu.F1Sec

.

0.737 1.595; .3230.095 1.437

0.63^2.422.47

2.58

2.422.462.522.58

0.628:2.422.472 . 542.57

0.626;2.42^.462.512.55

1.0081.083

0.7370.8950.9911.058

0.7370.8951. 0001.100

0.7370.8950.9831.025

0.7370.8950.9561.025

1.3241.249

. 333

.341

. 353

2.013 .3641 . 8551.7591.692

2.4232.2652.1602.060

2.9332.7752.6872.645

3.5553.3973.3363.276

.362

.269

.378

.398

.401

.408

.408

.440

.445

.462

.471

.485

.489

.490

.513

0.634. 655

0.6710.694

0.6400.6360.6490.665

0.6390.6440.6550.655

0.6450.652

. 6620.688

0.6470.6520.6530.685

22

TABLE NO. Ill

4 Inch Orifice on 6 Inch Short Tube

Displacement

Pit Gage

[nitFt.

FinalFt.

Time

Sec

.

Disch.

Cu.ftsec

.

Jet zero=.654

RodFt.

Aver.Ft.

HeadFt.

Coef

,

Direct Measurement.

Jet

Diam.In.

RodFt.

HeadFt.

Disch

.

Cu.ftsec

.

Coef

0.0 1.5 265

0.0 1.5

0.0

0.0

1.5

0.592 2.522.282.292.312.30

.650

233 0.672

215

1.5 199

2.30 1.64(5

0.728

2.802.752.832.782.79

3.253.183.203.143.12

0.786 3.553.573.563.553.59

2.77

.658

2.11 6

.655

3.18 2.524

0.650

3.56 2.91

3.423.463.493.52

3.413.433.473.51

3.403.413.433.4 r '

3.393.403.423.47

0.7370.89S0.95£1.00C

1 .5631.4051.3421 . 300

0.642.62?.618.619

0.730.89t0.951.02

0.737 2.4410.898 2 .283

6

1.9331.8751.8121.741

0.706.704.707.712

0.96£l.oie

0.7370.8950.971.05

2.2162.162

2.8272.6692.5892.510

0.790.77^.765.774

0.840.827.828

0.7140.6910.689n . 689

0.6920.6880.6920.697

0.7080.6940.6870.695

0.7070.6920.692

.832 0.695

23

TABLK NO. IV

5 Inch Orifice on 6 Inch Short Tube.

.

-

Displacement

.

Direct Measurement •

Pit Gage Time IDiech. Jet zero== .654 Jet. 3isch. 3oef .

Init*]Ft.

?inalFt.

Sec

.

Cu.ft

.

s ec •

RodFt.

Aver.Ft.

HeadFt,9

Coef DiamIn.

RodFt.

Head C

Ft.Ju.ft.sec

.

0.3 1.6 184 3.905 2.092.072.042.052.03 2.06

(

L.402

3 . 652 4.364.404.464.G2

0.7370.8950.9581.037

1.3191.1611.0981.019

0.9650.9150.9170.952

0.6950.6600.661;0.606

0.0 1.9 170 1.112 2.702.652.632.622.64 2.65 1.994

3.671 4.354.404.48

0.7370.895l.OOQ

1.9111.7551 .640

1.1481.1201.128

0.69Z|^.67£0.601

0.1 1.0 142 1.319 3.663.673.603.613.58 3.63 2.970

0.656 4.364.404.45

0.7370.8951.012

2.8872.7292.612

1.3871.3971.402

0.69C0.6940.697

24

TABLE NO.V

3 Inch Orifice on 6 Inch Long Tube

Displacement

Pit Gape Time Disch.—I

1

Jet zero= 1 . ] 67

Direct Measurement.

Jet Disch Coef

nit.Ft.

FinalFt.

Sec

.

Cu.ft Rod Aver,sec. Ft. Ft.

HeadFt.

CoefilDiam.In.

RodFt.

HeadFt.

Cu.ftsec

.

0.1

0.1

0.1

0.1

0.2 1.2

1.1

1.5

1.5

426 . 245

551 0.515

587

559

1.6 527

0.567

0.450

0.478

2.152.142.152.152.15

2.742.742.752.752.74

5.453.473.483.493,504.174.154.144.134.12

5.014.995.005.014.99

0.632

2.14 D.973

0.639

2.74 1.573

0. 685

5.48 2.311

4.14 3.975

5.00

0.635

5.833

2.432.472.502.55

2.422.442.482.512.57

0.621

1.2581.3041.358

.882

.856

.7821.400 .740

5851

0.2500.2470.2420.242

0.6440.6360.6240.624

1.2581.482 0.3130.6341.3001.4401.40811.500Q.1.

.332

.240

.157

2.4k 1.2582.2202.432.462.51

1.3502.1281.4582.0201.541

2.42 1.2582.8842.42 1.3082.8342.43 1.4252.7172.46 1.5292.6152.50 1.6252.517

2.422.422.462.51

1.957

0.5130.3120.3190.312

0.6340.6320.6470.632

0.3830.3800.3770.383

1.3415.6591.4585.5421.5833.4171.6835.317

0.6420.6360.6320.641

0.437 0.6440.4350.4270.4290.455

0.4920.4840.490C.498

0.6400.6500.6340.640

0.6390.6290.6370.635

25

TABLE NO. VI

4 Inch Orifice on 6 Inch Long Tube

Displacement

Pit Gage Time Diech Jet zero=l.lG7

Direct Measurement.

Jet Disch. Coef

,

[nit.Ft.

Final SecFt.

Cu.ftsec

.

RodFt.

AverFt.

HeadCoefFt.

Diam

.

In.RodFt.

HeadFt,

Cu.ftsec

.

0.1 1.5

0.1 1.6

0.2 1.8

0.2 1.8

0.2 1.1

249 0.503

266 0.588

26: . 634

225 0.740

215 0.775

2.362.352.362.572.55

2.662.652.662.662.65

« TO*~> . X <-•

5.115.105.095.10

5.785.805.795.775.79

4.084.104.054.074.04

2.56 1.191

2.66

5.10

5.79

1.489

1.95

2.619

0.68';

0.646

0.65

0.64?

407 2.90]

5.405.415.445.50

5.405.413.465.50

5.40

5.465.5S

3.405.405.425.49

1.2581.1001.5001.^081.4161.458

. 9420.900

1.5161.4161.5411.641

1.55C1.47c1.5*1.666

5.595.403 • 4*4

1.42E1 . 5561.6561.766

1.4581 . 541.703

0.5500.5120.5050.508

1.5401.2401.1151.015

1.7541.6291.5211.458

2.5612.2282.1282.020

2.610|2.522.360

.692

.6700.6580.664

0.586.567

0.5550.545

0.6840.6620.6490.635

3400.6700.630.64600.652

0.685.648.662

0.667

0.0.70.0.

7780.685.675

74710.6587570.667

0.810.800.79

20 .6790.672.665GO

26

TABLE NO. VII

4 Inch Orifice on 12 Inch Short Tube.

Head Coef

.

Coef.Hoad Diam

.

on by . Di3ch. DirectDiam. DiBpl

.

Meas

.

Ft. In. Ft. cu. f t

.

sec

.

1.50 3.24 1.333 . 594 0.506 0.6193.26 1.290 0.6153.31 1.250 0.6243.40 1.167 . 635

1.90 3.24 1.733 0.585 0.567 0.6253.25 1.690 0.6243.28 1.650 0.6263.36 1.597 ^.645

2.57 3.22 2.403 0.600 0.670 0.6253.24 2.360 0.6303.24 2.320 0.6253.29 2.357 0.631

3.07 3.20 2.903 0.603 0.737 . 6253.20 2.860 0.6203.22 2.820 0.6203.27 2.737 0.632

TABLE NO. VIII

27

6 Inch Orifice on 12 Inch Short Tubo.

Head Diam.Headon

Diam.

Coef.by

Displ

.

1

Disch.Coef.DirectMeas

.

Ft. In. Ft. cu. f t

.

Bee

.

1.40 4.904.9?4.965.03

1.2331.1901.1501.076

0.612 1.130 0.6250.6230.622

2.05 4.944.954.974.94

1.8831.8401.8001.176

0.610 1.355 0.650. 641

0.6400.618

2.60 4.854.884.97

2.3502.2662.184

0.614 1.545 0.6200.6170.628

2.90 4.844.884.94

2 . 6502.5662 . 484

0.614 1.678 0.6180.6230.620

28

TABLE NO. IX

8 Inch Orifice on 12 Inch Short Tube.

Head Ooef

.

Coef

.

Head Diam

.

on by Disch. DirectDiam

.

Diapl

.

Map a .

Ft. In. Ft, cu, f t

.

sec.

1 . 36 7.12 1.193 0.620 1.996 7457.18 1.150 . 7437.22 1 .110 0.702

1 . 67 7.05 1.503 0.63G 2.318 0.7217.08 1.460 - 71 4

6.96 1.420 0.7186.98 1 . 331 0.702

2 .25 6.91 2.083 0.634 2.560 0.7246.92 2.040 0.7076.93 2.000 0.7036.94 1.917 0.691

2.79 6.80 2.623 0.627 2.925 0.7026.81 2.580 0.7006.82 2.540 0.6956.83 2.453 0.688

3.30 6.80 3.133 0.650 3.320 0.7056.80 3.090 0.7026.81 3.050 . 6986.82 2.967 0.692

29

TABLE NO. X

10 Inch Orifice on 12 Inch Short Tube.

Head Diam. onDiam.

Coef

.

byDispl.

Disch.Coef.

DirectMeao

.

Ft. In. Ft. cu. ft.sec

.

1.63 8.989.06

1.4631.380

0.694 3.870 0.7650.756

1.96 9.019.049.08

1.7501.7101.627

0.693 4.250 0.7650.7650.750

2.34 8.968.978.989.02

2.1632.1302.0902.007

0.689 4.61 0.7720.7700.7620.752

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